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Home My WebLink AboutSE202300002 Correspondence 2023-02-01 (5)d2"SPEAAN I', ENGINEERING SOLUTIONS Structural Analysis Report Prepared for: Shenandoah Mobile, LLC 500 Shentel Way Edinburg, VA 22824 ATTN: Mr. Drew Lavan Structure : 100 ft Monopole Site ID : 68341 Proposed Carrier : T-Mobile (former PCS) Site Name : Bellair Site Location : 20 Deer Path Lane Charlottesville, VA 38.038610,-78.527110 County : Albemarle Date : October 3, 2022 Max Structure Usage : 36% Max Foundation Usage 18% "4` PLj H #p f 000'' -pro, Result . Pass �.`o� �o t. 2� THOMAS LYNN TAYLOR Prepared By: Z Lic. No.0402048330 Trevor Kuper, E.I.T. (NE) Structural Engineer ��•i�0.1 '0 . ��1��11NN-,,`, EXP. 01/31/2023 Semaan Engineering Solutions Holdings, LLC-1047 N 205th St- Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 Table of Contents Introduction Supporting Documents Analysis ------------------- Conclusion--------------- Existing Equipment---------- Equipmentto be Removed Proposed Equipment------- StructureUsages------------ Foundations ------------------ Standard Conditions Calculations Site I 8341 ,X I SEEMAANRING OctoberD , 2022 SOLUTIONS - 2 2 2 3 3 - 4 Attached Semaan Engineering Solutions Holdings, LLC-1047 N 205th St -Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 �IO 0SEENGINMAAN October 3,LUTIONS 2022 Introduction The purpose of this report is to summarize results of a structural analysis performed on the 100 ft Monopole to reflect the change in loading by T-Mobile (former PCS). Supporting Documents Tower Drawing Valmont Order # 373534, dated June 22, 2017 Foundation Drawing Valmont Order # 373534, dated June 22, 2017 Geotechnical Report NGE Project # W17061, dated May 8, 2017 Mount Analysis NB+C Project # 100838, dated June 23, 2022 Tower Loading Email from Drew Lavan, dated September 7, 2022 Analysis The tower was analyzed using TNX tower analysis software. This program considers an elastic three- dimensional model and second -order effects per ANSI/TIA-222. Basic Wind Speed 110 mph (3-Second Gust) Vult Basic Wind Speed w/Ice 30 mph (3-Second Gust) w/ 1" radial ice concurrent Code ANSI/TIA-222-H / 2018 IBC / Virginia Uniform State Building Code Risk Category II Exposure Category B Topographic Category 1 Crest Height 0 ft Spectral Response Ss = 0.211, S1= 0.058 Site Class C - Very Dense Soil Ground Elevation 554.83 ft Conclusion Based on the analysis results, the structure meets the requirements per the applicable codes listed above. The structure and foundation can support the equipment as described in this report. If you have any questions or require additional information, please contact Semaan Engineering Solutions at 402-289-1888. Semaan Engineering Solutions Holdings, LLC-1047 N 205th St -Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 68341 ,I' 0ESEIMAANLUTIONS OctoberD3P2022 age2 Existing Equipment This loading is included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier Mount FEquip. No loading considered as existing. Equipment to be Removed This loading is not included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier MountrEquiop3 96.0 CV3PX310R1 Commscope MTC320001 Ringmount (2) 11/4" T-Mobile (former PCS) 3 RRH2x50-800 3 RRH4x45-1900 1 RRH8x20-2500 Proposed Equipment This loading is included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier Mount Equip. 97.0 - - _ (1) SiteProl UWS6-NP Ring Mount 3 4460 825/866 RRU 95.0 95.0 _ (4) 1.99" Hybrid T-Mobile (former PCS) 3 4480 871/885 3 AIR 6449 B41 3 FFVV-65A-R2-Vl 93.0 - - _ (1) SiteProl UWS6-NP Ring Mount Install proposed coax inside the pole shaft. Semaan Engineering Solutions Holdings, LLC-10a7 N 20Sth St- Elkhorn, NE 68022 -"2-289-I888 -"2-289-1861 fig" SEMAAN Site ID ,', I ,68341 2022 October 3, 2023 ENGINEERING SOLUTIONS Page3 Structure Usages Structural Component Controlling Usage Pass/Fail Shaft 36% Pass Anchor Bolts 36% Pass Baseplate 23% Pass Foundations Reaction Component Analysis Reactions %of Usage Moment (Kips -Ft) 333.7 18% Axial (Kips) 10.2 10% Shear (Kips) 5.0 N/A Reinf. Conic. Fnd. Capacity N/A 17% The structure base reactions resulting from this analysis were found to be acceptable through analysis based on geotechnical and foundation information, therefore no modification or reinforcement of the foundation will be required. Semaan Engineering Sol [ions Holdings, LLC-109]N 20Sth St- Elkhorn, NE 68022-"2-289-I888-"2-289-1861 I�� IESEMAAN Standard Conditions All engineering services are performed on the basis that the information used is current and correct. This information may consist of, but is not necessary limited, to: -- Information supplied by the client regarding the structure itself, antenna, mounts and feed line loading on the structure and its components, or other relevant information. -- Information from drawings in the possession of Semaan Engineering Solutions, or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Semaan Engineering Solutions Holdings and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that all structures were constructed in accordance with the drawings and specifications and that their capacity has not significantly changed from the "as new" condition. Unless explicitly agreed by both the client and Semaan Engineering Solutions, all services will be performed in accordance with the current revision of ANSI/TIA -222. The design basic wind speed will be determined based on the minimum basic wind speed as prescribed in ANSI/TIA-222. Although every effort is taken to ensure that the loading considered is adequate to meet the requirements of all applicable regulatory entities, we can provide no assurance to meet any other local and state codes or requirements. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes, the client shall specify the exact requirement. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Semaan Engineering Solutions Holdings is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. Semaan Engineering Solutions Holdings, LLC-109] N 20Sth St- Elkhorn, NE 68022 - "2-289-I888- "2-289-1861 wo ft 8 � p p W C £3 B $ E Y $y o $ MAR u ALL REACTIONS ARE FACTORED MATERIAL TOWER DESIGN NOTES 1. Tower is located in Albemarle County, Virginia. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 110 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category If. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6 9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 10. TOWER RATING: 36.4% AXIAL 105391b SHEAR MOMENT 256 Ib 22 kip-ft TORQUE 0 kip-ft SEISMIC AXIAL 155571b SHEAMOMENT 634Ib ` 41 kip-ft TORQUE 0 klµft 30 mph WIND - 1.00 in ICE AXIAL 1/02I22881b SHEAR \ MOMENT 5042 Ib ` 334 kip-ft 0.0 fl TORQUE 0 kip-ft REACTIONS - 110 mph WIND Semnnn Engineering Solutions, LL OO 68341 Bellair 1047 S. 2O5th St. °roj `: REVO1 Elkhorn, NE, 68022 C`0M Shenandoah M Phone:(402)-289-1888 coax. TIA-222-H Wo fi 8 � p p w it iy � g mmg M m c $ E Y $y o $ MAR 0.0 fi m DESIGNED APPURTENANCE LOADING Semaan Engineering Solutions, LL OO: 68341 Bellair 1047 S. 205th St. °roj `: REVO1 Elkhorn, NE, 68022 C`0M Shenandoah M Phone:(402)-289-1888 coax. TIA-222-H TIA-222-H - 110 mphl30 mph 1.00 in Ice Exposure B Vx Vz Maximum Values Mx Mz c 0 V d W Global Mast Shear (lb) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 46.7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Global Mast Moment (kip-ft) Semnnn Engineering Solutions, LL 68341 Bellair 1047 S. 205th St. °roj `: REVO1 Elkhorn, NE, 68022 C`eM: Shenandoah M Phone: (402)-289-1888 Qwe: TIA-222-H TIA-222-H - Service - 60 mph Maximum Values Deflection (in) I11 Semaan Engineering Solut 1047 S. 205th St. Elkhorn, NE, 68022 Phone: (402)-289-1888 Twist 68341 Bellair Feed Line Distribution Chart 0' - 99, R.n,d Flat App In Face App Out Face Truss Leg Face A c 0 m > 46.]5 d W Face B Semnnn Engineering Solutions, LL O0 68341 Bellair 1047 S. 205th St. °roj `: REVO1 Elkhorn, NE, 68022 C"1 Shenandoah M Phone:(402)-289-1888 coax. TIA-222-H Face C l tnxl owes Semaan Engineering Solutions, Job 68341 Bellair Page 1 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOIK FAX. (402)-289-1861 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard The following design criteria apply: Tower is located in Albemarle County, Virginia. Tower base elevation above sea level: 554.83 ft. Basic wind speed of 110 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 1.00 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC nD+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg, Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known Tapered Pole Section Geometry tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 2 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOIK FAX. (402)-289-1861 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius LI 99.00-46.75 52.25 4.25 18 18.00 25.59 0.19 0.75 A572-65 (65 kc) L2 46.75-0.00 51.00 18 24.59 32.00 0.22 0.88 A572-65 (65 kc) Tapered Pole Properties Section Tip Dia Area I r C I/C J It/Q w w/t in in, in4 in in in, in4 in, in Ll 18.25 10.60 424.93 6.32 9.14 46.47 850.42 5.30 2.84 15.136 25.95 15.12 1232.00 9.02 13.00 94.78 2465.63 7.56 4.17 22.257 L2 25.57 16.92 1270.51 8.65 12.49 101.69 2542.69 8.46 3.94 18.028 32.46 22.07 2815.83 11.28 16.26 173.22 5635.36 11.04 5.25 23.986 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundams Ll 99.00-46.75 1 1 1 L2 46.75-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAA, Weight or Shield From Type Number Leg Torque ft .l2/h pf Calculation 1.99" Hybrid B No No Inside Pole 94.00 - 0.00 4 No lee 0.00 2.500 (T-Mobile (former 1/2" lee 0.00 2.500 PCs)) P Ice 0.00 2.500 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aa Ar C,AA C,AA Weight Section Elevation In Face Out Face Ll 99.00-46.75 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 472.50 C 0.000 0.000 0.000 0.000 0.00 L2 46.75-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 467.50 C 0.000 0.000 0.000 0.000 0.00 tnxTowei Semaan Engineering Solutions, Job 68341 Bellair Page 3 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreV011i FAX: (402)-289-1861 Feed Line/Linear Appurtenances Section Areas - With Ice Tmver Section Tower Elevation (t Face or Leg Ice Thickness in As ft, Ar lis CAAA In Face lis CAAA Out Face lis Weight Ih LI 99.00-46.75 A 1.081 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 472.50 C 0.000 0.000 0.000 0.000 0.00 L2 46.75-0.00 A 0.963 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 467.50 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice LI 99.00-46.75 0.00 0.00 0.00 0.00 L2 46.75-0.00 0.00 0.00 0.00 0.00 Note: For pole sections, center of pressure calculations do not consider feed line shielding. User Defined Loads - Seismic Description Elevation Offset Azimuth E„ E. E. E„ From Angle Centrotd ft f 0 Ih Ih Ih lb CCISeismic Tower Section 1 - 1 97.88 0.000 0.000 3.00 0.00 0.00 5.58 CCISeismic Tower Section 1 - 2 91.75 0.000 0.000 13.97 0.00 0.00 23.07 CCISeismic Tower Section 1 - 3 81.75 0.000 0.000 15.05 0.00 0.00 20.03 CCISeismic Tower Section 1 - 4 71.75 0.000 0.000 16.12 0.00 0.00 16.82 CCISeismic Tower Section 1 - 5 61.75 0.000 0.000 17.20 0.00 0.00 13.56 CCISeismic Tower Section 1 - 6 51.75 0.000 0.000 18.27 0.00 0.00 10.36 CCISeismic Tower Section 2 - 1 50.50 0.000 0.000 2.11 0.00 0.00 1.14 CCISeismic Tower Section 2 - 2 45.00 0.000 0.000 21.81 0.00 0.00 9.53 CCISeismic Tower Section 2 - 3 35.00 0.000 0.000 23.07 0.00 0.00 6.30 CCISeismic Tower Section 2 - 4 25.00 0.000 0.000 24.32 0.00 0.00 3.55 CCISeismic Tower Section 2 - 5 15.00 0.000 0.000 25.58 0.00 0.00 1.44 CCISeismic Tower Section 2 - 6 5.00 0.000 0.000 26.83 0.00 0.00 0.19 CCISeismic tower mounts 99.00 0.000 0.000 0.73 0.00 0.00 1.39 Lightning Rod 5/8x2' CCISeismic pole mounts 93.00 0.000 0.000 10.11 0.00 0.00 17.12 SiteProl UWS6-NP Ring Mount (SES) CCISeismic pole mounts 97.00 0.000 0.000 10.11 0.00 0.00 18.52 SiteProl UWS6-NP Ring Mount (SES) CCISeismic ericsson AIR 6449 95.00 0.000 0.000 5.79 0.00 0.00 10.20 B41 w/8' Mount Pipe CCISeismic ericsson AIR 6449 95.00 0.000 0.000 5.79 0.00 0.00 10.20 B41 w/8' Mount Pipe CCISeismic ericsson AIR 6449 95.00 0.000 0.000 5.79 0.00 0.00 10.20 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 4 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Description Elevation Offset Azimuth E, EM E& E„ From Angle Centroid B41 w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.74 0.00 0.00 6.60 FFV V-65A-R2-V I w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.74 0.00 0.00 6.60 FFV V-65A-R2-V I w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.74 0.00 0.00 6.60 FFW-65A-R2-VI w/8' Mount Pipe CCISeismic ericsson 4460 95.00 0.000 0.000 3.99 0.00 0.00 7.02 B25B66 RRU CCISeismic ericsson 4460 95.00 0.000 0.000 3.99 0.00 0.00 7.02 1325/1366 RRU CCISeismic ericsson 4460 95.00 0.000 0.000 3.99 0.00 0.00 7.02 B25B66 RRU CCISeismic ericsson 4480 95.00 0.000 0.000 2.82 0.00 0.00 4.97 B71/B85 CCISeismic ericsson 4480 95.00 0.000 0.000 2.82 0.00 0.00 4.97 B71/B85 CCISeismic ericsson 4480 95.00 0.000 0.000 2.82 0.00 0.00 4.97 B71/B85 CCISeismic (4) 1.99" Hybrid 91.50 0.000 0.000 1.83 0.00 0.00 3.00 From 0 to 94 (89ft to94ft) CCISeismic (4) 1.99" Hybrid 84.00 0.000 0.000 3.66 0.00 0.00 5.12 From 0 to 94 (79ft to89ft) CCISeismic (4) 1.99" Hybrid 74.00 0.000 0.000 3.66 0.00 0.00 4.04 From 0 to 94 (69ft to79ft) CCISeismic (4) 1.99" Hybrid 64.00 0.000 0.000 3.66 0.00 0.00 3.08 From 0 to 94 (59ft to69ft) CCISeismic (4) 1.99" Hybrid 54.00 0.000 0.000 3.66 0.00 0.00 2.25 From 0 to 94 (49ft to59ft) CCISeismic (4) 1.99" Hybrid 44.00 0.000 0.000 3.66 0.00 0.00 1.53 From 0 to 94 (39ft to49ft) CCISeismic (4) 1.99" Hybrid 34.00 0.000 0.000 3.66 0.00 0.00 0.95 From 0 to 94 (29ft to39ft) CCISeismic (4) 1.99" Hybrid 24.00 0.000 0.000 3.66 0.00 0.00 0.49 From 0 to 94 (19ft to29ft) CCISeismic (4) 1.99" Hybrid 14.00 0.000 0.000 3.66 0.00 0.00 0.18 From 0 to 94 (9ft tol9ft) CCISeismic (4) 1.99" Hybrid 4.50 0.000 0.000 3.29 0.00 0.00 0.02 From 0 to 94 (Oft to9ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAA,, CAA, Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft, f 2 lb 0.000 1/2" Ice 0.28 0.28 21.44 1.000 P Ice 0.41 0.41 24.32 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 5 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVO1K FAX. (402)-289-1861 Description Face Offset Offsets: Azimuth Placement C,AA C,AA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ,/is ,/is Ih ft jt ++rr SiteProl UWS6-NP Ring C None 0.000 93.00 No lee 1.45 1.45 276.40 Mount (SES) 1/2" lee 2.19 2.19 389.00 (T-Mobile (former PCS)) P Ice 2.93 2.93 513.65 SiteProl UWS6-NP Ring C None 0.000 97.00 No lee 1.45 1.45 276.40 Mount (SES) 1/2" lee 2.19 2.19 389.00 (T-Mobile (former PCS)) P Ice 2.93 2.93 513.65 AIR 6449 B41 w/8' Mount A From Face 1.00 0.000 97.00 - 93.00 No Ice 7.19 4.72 158.32 Pipe -1.000 1/2" Ice 8.04 5.77 221.77 (T-Mobile (former PCS)) 0.000 P Ice 8.67 6.49 292.55 AIR 6449 B41 w/8' Mount B From Face 1.00 0.000 97.00 - 93.00 No Ice 7.19 4.72 158.32 Pipe -1.000 1/2" Ice 8.04 5.77 221.77 (T-Mobile (former PCS)) 0.000 V Ice 8.67 6.49 292.55 AIR 6449 B41 w/8' Mount C From Face 1.00 0.000 97.00 - 93.00 No Ice 7.19 4.72 158.32 Pipe -1.000 1/2" Ice 8.04 5.77 221.77 (T-Mobile (former PCS)) 0.000 P Ice 8.67 6.49 292.55 FFV V-65A-R2-V 1 w/8' A From Face 1.00 0.000 97.00 - 93.00 No Ice 11.06 5.99 102.39 Mount Pipe 1.000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (former PCS)) 0.000 P Ice 12.64 8.12 280.35 FFV V-65A-R2-V 1 w/8' B From Face 1.00 0.000 97.00 - 93.00 No Ice 11.06 5.99 102.39 Mount Pipe 1.000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (former PCS)) 0.000 P Ice 12.64 8.12 280.35 FFV V-65A-R2-V 1 w/8' C From Face 1.00 0.000 97.00 - 93.00 No Ice 11.06 5.99 102.39 Mount Pipe 1.000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (former PCS)) 0.000 V Ice 12.64 8.12 280.35 4460 B251B66 RRU A From Face 0.50 0.000 97.00 - 93.00 No Ice 2.56 1.98 109.00 (T-Mobile (former PCS)) -1.000 1/2" Ice 2.76 2.16 134.38 4460 B251B66 RRU (T-Mobile (former PCS)) 4460 B251B66 RRU (T-Mobile (former PCS)) 4480 1371B85 (T-Mobile (former PCS)) 4480 1371B85 (T-Mobile (former PCS)) 4480 1371B85 (T-Mobile (former PCS)) +r 0.000 P Ice 2.97 2.34 163.03 B From Face 0.50 0.000 97.00 - 93.00 No Ice 2.56 1.98 109.00 -1.000 1/2" Ice 2.76 2.16 134.38 0.000 V Ice 2.97 2.34 163.03 C From Face 0.50 0.000 97.00 - 93.00 No Ice 2.56 1.98 109.00 -1.000 1/2" Ice 2.76 2.16 134.38 0.000 P Ice 2.97 2.34 163.03 A From Face 0.50 0.000 97.00 - 93.00 No Ice 2.84 1.38 77.20 1.000 1/2" Ice 3.05 1.54 98.82 0.000 P Ice 3.27 1.70 123.54 B From Face 0.50 0.000 97.00 - 93.00 No Ice 2.84 1.38 77.20 1.000 1/2" Ice 3.05 1.54 98.82 0.000 P Ice 3.27 1.70 123.54 C From Face 0.50 0.000 97.00 - 93.00 No Ice 2.84 1.38 77.20 1.000 1/2" Ice 3.05 1.54 98.82 0.000 P Ice 3.27 1.70 123.54 Tower Pressures - No Ice CH = 1.100 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 6 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Section z Kz q: Aa F AF AR A,, Leg CAAA CAAA Elevation a % 1n Out c Face Face bf ft, e It, ft, ft, ft, It, Ll 99.00-46.75 72.03 0.9 0.026 96.230 A 0 000 96.230 96.230 100.00 0.000 0 000 B 0 000 96.230 100.00 0.000 0 000 C 0.000 96.230 100.00 0.000 0.000 L2 46.75-0.00 22.70 0.7 0.021 113.032 A 0.000 113.032 113.032 100.00 0.000 0.000 B 0.000 113.032 100.00 0.000 0.000 C 1 0 000 1 113.032 1 100.00 1 0.000 0.000 Tower Pressure - With Ice Ca = 1.100 Section z Kz q, tz Aa F AF AR A,, Leg CAAA CAAA Elevation a % 1n Out c Face Face kyf in ft2 e ft2 L199.00-46.75 72.03 0.9 0.002 1.08 105.645 A 0.000 105.645 105.645 100.00 0.000 0.000 B 0.000 105.645 100.00 0.000 0.000 C 0.000 105.645 10000 0.000 0.000 L2 46.75-0.00 22.70 0.7 0.002 0.96 121.456 A 0.000 121.456 121.456 10000 0.000 0.000 B 0.000 121.456 100.00 0.000 0.000 C 1 0.000 121.456 100.00 0.000 0.000 Tower Pressure - Service Section z Kz q, Aa F AF AF Ai, Leg CAAA CAAA Elevation a % 1n Out c Face Face ks e ft2 L199.00-46.75 72.03 0.9 0.007 96.230 A 0.000 96.230 96.230 100.00 0.000 0.000 B 0.000 96.230 100.00 0.000 0.000 C 0.000 96.230 100.00 0.000 0.000 L2 46.75-0.00 22.70 0.7 0.005 113.032 A 0.000 113.032 113.032 100.00 0.000 0.000 B 0.000 113.032 100.00 0.000 0.000 C 0.000 113.032 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF q- Dv DR At F it 011. Elevation Weight Weight a Face c ksf Ib Ib a f12 Ib PIf L1 472.50 2286.14 A 1 0.63 0.026 1 1 96.230 1720.26 32.924 C 99.00-46.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L2 46.75-0.00 467.50 3383.27 A 1 0.63 0.021 1 1 113.032 1614.44 34.533 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 l tnxl owes Semaan Engineering Solutions, Job 68341 Bellair Page 7 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Section Add Self F e CF q= DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a ft, lb pir Sum Weight: 940.00 1 5669.40 1 1 OTM I 160.56 3334.69 1 1 1 ki -ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF qa DF DR AE F w CO. Elevation Weight Weight a Face c ksf ft lb lb a fi2 lb pir Ll 472.50 2286.14 A 1 0.63 0.026 1 1 96.230 1720.26 32.924 C 99.00-46.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L2 46.75-0.00 467.50 3383.27 A 1 0.63 0.021 1 1 113.032 1614.44 34.533 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 940.00 5669.40 OTM 160.56 3334.69 ki -ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF qa DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a lb PY Ll 472.50 2286.14 A 1 0.63 0.026 1 1 96.230 1720.26 32.924 C 99.00-46.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L2 46.75-0.00 467.50 3383.27 A 1 0.63 0.021 1 1 113.032 1614.44 34.533 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 940.00 5669.40 OTM 160.56 3334.69 ki -ft Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CF q- DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a f12 lb ptr Ll 472.50 3881.18 A I 11 0.002 1 1 105.645 245.27 4.694 C 99.00-46.75 B 1 1.1 1 1 105.645 C 1 1.1 1 1 105.645 L2 46.75-0.00 467.50 5026.91 A 1 1.1 0.002 1 1 120.537 223.59 4.783 C B 1 1.1 1 1 120.537 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 8 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Section Add Self F e CF q= DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a lb pir C 1 I I 1 1 120.537 Sum Weight: 940.00 8908.09 I I OTM 22.74 468.86 ki -ft Tower Forces - With Ice - Wind 60 To Face Section Add Self F e Ct q: DF Ds At F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a fi2 lb ptr L1 472.50 3881.18 A 1 1.1 0.002 1 1 105.645 245.27 4.694 C 99.00-46.75 B 1 1.1 1 1 105.645 C 1 1.1 1 1 105.645 L2 46.75-0.00 467.50 5026.91 A 1 1.1 0.002 1 1 120.537 223.59 4.783 C B 1 1.1 1 1 120.537 C 1 1.1 1 1 120.537 Sum Weight: 940.00 8908.09 OTM 22.74 468.86 ki -ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF q= DF Ds At F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a ft, lb PIf Ll 472.50 3881.18 A 1 1.1 0.002 1 1 105.645 245.27 4.694 C 99.00-46.75 B 1 1.1 1 1 105.645 C 1 1.1 1 1 105.645 L2 46.75-0.00 467.50 5026.91 A 1 1.1 0.002 1 1 120.537 223.59 4.783 C B 1 1.1 1 1 120.537 C 1 1.1 1 1 120.537 Sum Weight: 940.00 8908.09 OTM 22.74 468.86 ki -ft Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q= DE DR AE F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a fI2 !b ptr L1 472.50 2286.14 A 1 0.63 0.007 1 1 96.230 457.94 8.764 C 99.00-46.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L2 46.75-0.00 467.50 3383.27 A 1 0.63 0.005 1 1 113.032 429.77 9.193 C tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 9 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Section Add Self F e CF qr DF DR As F w CO. Elevation Weight Weight a Face c ksf lb lb a lit lb pir B I 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 940.00 5669.40 OTM 42.74 887.70 kip -fit Tower Forces - Service - Wind 60 To Face Section Add Self F , Ct qr DF DR F 1V Ctrl, Elevation Weight Weight a Face c ksf lb lb a ft2 lb ptr Ll 472.50 2286.14 A 1 0.63 0,007 1 1 96,230 457.94 8.764 C 99,00-46.75 B 1 0.63 1 1 96,230 C 1 0.63 1 1 96,230 L246,75-0.00 467.50 3383.27 A 1 0.63 0,005 1 1 113.032 429.77 9.193 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 940.00 5669.40 OTM 42.74 887.70 kip -fit Tower Forces - Service - Wind 90 To Face Section Add Self F e CF qr DF DR As F lv CO. Elevation Weight Weight a Face c ksf lb lb a lit lb Pif Ll 472.50 2286.14 A 1 0.63 0007 I 1 96,230 457.94 8.764 C 99,00-46.75 B 1 0.63 1 1 96,230 C 1 0.63 1 1 96,230 L246,75-0.00 467.50 3383.27 A 1 0.63 0.005 1 1 113.032 429.77 9.193 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 940.00 5669.40 OTM 42.74 887.70 kip -fit Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M, Moments, M- Ib It, lb kt - t ki - t ki - t Leg Weight 5669A Bracing Weight 0.00 Total Member Self -Weight 5669A0 0 Ol 001 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 10 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M. Moments, M. 16 16 16 ki - ki - ki Total Weight 8522.93 0.01 0.01 jim Wind deg -No Ice 0.00 -5042.12 -322.78 0.01 -0.00 Wind 30 deg -No Ice 2521.06 -4366.61 -279.54 -161.38 -0.00 Wind 60 deg -No Ice 4366.61 -2521.06 -161.39 -279.53 0.00 Wind 90 deg -No Ice 5042.12 0.00 0.01 -322.78 0.00 Wind 120 deg -No Ice 4366.61 2521.06 161.40 -279.53 0.00 Wind 150 deg -No Ice 2521.06 4366.61 279.55 -161.38 0.00 Wind 180 deg -No Ice 0.00 5042.12 322.90 0.01 0.00 Wind210deg-No Ice -2521.06 4366.61 279.55 161.41 0.00 Wind 240 deg -No Ice -4366.61 2521.06 161.40 279.56 0.00 Wind 270 deg -No Ice -5042.12 0.00 0.01 322.80 -0.00 Wind 300 deg -No Ice -4366.61 -2521.06 -161.39 279.56 -0.00 Wind 330 deg -No Ice -2521.06 -4366.61 -279.54 161.41 -0.00 Member Ice 3238.69 Total Weight Ice 1370264 0.01 0.02 Wind 0 deg - Ice 0.00 -634.37 -38.46 0.02 -0.00 Wind 30 deg - Ice 317.18 -549.38 -33.31 -19.22 -0.00 Wind 60 deg - Ice 549.38 -317.18 -19.23 -33.30 0.00 Wind 90 deg - Ice 634.37 0.00 0.01 -38.45 0.00 Wind 120 deg - Ice 549.38 317.18 19.25 -33.30 0.00 Wind 150 deg - Ice 317.18 549.38 33.33 -19.22 0.00 Wind 180 deg - Ice 0.00 634.37 38.48 0.02 0.00 Wind 210 deg - Ice -317.18 549.38 33.33 19.25 0.00 Wind 240 deg - Ice -549.38 317.18 19.25 33.33 0.00 Wind 270 deg - Ice -634.37 0.00 001 38.49 -0.00 Wind 300 deg - Ice -549.38 -317.18 -19 23 33.33 -0.00 Wind 330 deg - Ice -317.18 -549.38 -33.31 19.25 -0.00 Total Weight 4852293 0.01 0.01 Wind 0 deg- Service 0.00 -1342.23 -85.92 0.01 -0.00 Wind 30 deg - Service 671.11 -1162.40 -74.41 -42.95 -0.00 Wind 60 deg - Service 1162.40 -671.11 -42.96 -74.40 0.00 Wind 90 deg - Service 1342.23 0.00 0.01 -85.91 0.00 Wind 120 deg- Service 1162.40 671.11 42.97 -74.40 0.00 Wind 150 deg- Service 671.11 1162.40 74.42 -42.95 0.00 Wind 180 deg - Service 0.00 1342.23 85.93 0.01 0.00 Wind 210 deg - Service -671.11 1162.40 74.42 42.98 0.00 Wind 240 deg - Service -1162.40 671.11 42.97 74.43 0.00 Wind 270 deg - Service -1342:23 0.00 0.01 85.94 -0.00 Wind 300 deg- Service -1162.40 -671.11 -42.96 74.43 -0.00 Wind 330 deg- Service -671.11 -1162.40 -74.41 42.98 -0.00 Seismic Vertical 311.70 0.00 Seismic Horizontal 0 deg 0.00 -255.68 -20.87 0.00 Seismic Horizontal 30 deg 127.84 -221.43 -18.07 -10.44 0.00 Seismic Horizontal 60 deg 221.43 -127.84 -10.44 -18.07 0.00 Seismic Horizontal 90 deg 255.68 0.00 0.00 -20.87 0.00 Seismic Horizontal 120 deg 221.43 127.84 10.44 -18.07 0.00 Seismic Horizontal 150 deg 127.84 221.43 18.07 -10.44 0.00 Seismic Horizontal 180 deg 0.00 255.68 20.87 0.00 0.00 Seismic Horizontal 210 deg -127.84 221.43 18.07 10.44 0.00 Seismic Horizontal 240 deg -221.43 127.84 10.44 18.07 0.00 Seismic Horizontal 270 deg -255.68 0.00 0.00 20.87 0.00 Seismic Horizontal 300 deg -22L43 -127.84 -10.44 18.07 0.00 Seismic Horizontal 330 de -127.84 -22143 -1&07 10.44 0.00 Load Combinations tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 11 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg -No Ice 3 0.9 Dead+1.0 Wind 0 deg -No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.01ce 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1 0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 12 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Comb. Description No. 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1 0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial lb Major Axis Moment kip-jt Minor Axis Moment kip-jl Ll 99 - 46.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -870T67 0.02 -0.01 Max. Mx 20 -5209.87 117.45 -0.01 Max. My 14 -5209.87 0.02 -117.45 Max. Vy 20 -3418.95 117.45 -0.01 Max. Vx 14 3418.94 0.02 -117.45 Max. Torque 24 0.00 L2 46,75 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -15556.65 0.02 -0.01 Max. Mx 20 -10223.85 333.70 -0.01 Max. My 14 -10223.85 0.02 -333.69 Max. Vy 20 -5049.56 333.70 -0.01 Max. Vx 14 5049.56 0.02 -333.69 Max. Torque 24 0.00 Maximum Reactions Location Condition Gov. Vertical Horzontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 26 15556.65 0.00 0.00 Max. H. 20 10227.52 5042.12 -0.00 Max. H, 2 10227.52 0.00 5042.12 Max. M. 2 333.67 0.00 5042.12 Max. M� 8 333.66 -5042.12 -0.00 Max. Torsion 24 0.00 2521.06 4366.61 Min. Vert 68 7358.94 221.43 -127.84 Min. H. 8 10227.52 -5042.12 -0.00 Min. H. 14 10227.52 0.00 -5042.12 Min. M. 14 -333.69 0.00 -5042.12 Min. M. 20 -333.70 5042.12 -0.00 Min. Torsion 12 -0.00 -2521.06 -4366.61 tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 13 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOIK FAX. (402)-289-1861 Tower Mast Reaction Summary Torque Load Vertical Shear, Shear. Overturning Overturning Combination Moment, M, Moment, M. lb lb lb kip-R kip-R kip-R Dead Only 8522.93 0.00 0.00 0.01 0.01 0.00 1.2 Dead+1.0 Wind 0 deg - No 10227.52 -0.00 -5042.12 -333.67 0.02 -0.00 Ice 0.9 Dead+1.0 Wind 0 deg - No 7670.64 -0.00 -5042.12 -330.84 0.01 -0.00 Ice 1.2 Dead+1.0 Wind 30 deg - No 10227.52 2521.06 -4366.61 -288.97 -166.82 -0.00 Ice 0.9 Dead+1.0 Wind 30 deg - No 7670.64 2521.06 -4366.61 -286.52 -165.41 -0.00 Ice 1.2 Dead+1.0 Wind 60 deg - No 10227.52 4366.61 -2521.06 -166.83 -288.96 -0.00 Ice 0.9 Dead+1.0 Wind 60 deg - No 7670.64 4366.61 -2521.06 -165.42 -286.51 -0.00 Ice 1.2 Dead+1.0 Wind 90 deg - No 10227.52 5042.12 0.00 0.01 -333.66 0.00 Ice 0.9 Dead+1.0 Wind 90 deg - No 7670.64 5042.12 0.00 0.01 -330.84 0.00 Ice 1.2 Dead+1.0 Wind 120 deg - 10227.52 4366.61 2521.06 166.85 -288.96 0.00 No Ice 0.9 Dead+1.0 Wind 120 deg - 7670.64 4366.61 2521.06 165.43 -286.51 0.00 No Ice 1.2 Dead+1.0 Wind 150 deg - 10227.52 2521.06 4366.61 288.99 -166.82 0.00 No Ice 0.9 Dead+1.0 Wind 150 deg - 7670.64 2521.06 4366.61 286.53 -165.41 0.00 No Ice 1.2 Dead+1.0 Wind 180 deg - 10227.52 -0.00 5042.12 333.69 0.02 0.00 No Ice 0.9 Dead+1.0 Wind 180 deg - 7670.64 -0.00 5042.12 330.85 0.01 0.00 No Ice 1.2 Dead+1.0 Wind 210 deg - 10227.52 -2521.06 4366.61 288.99 166.86 0.00 No Ice 0.9 Dead+1.0 Wind 210 deg - 7670.64 -2521.06 4366.61 286.53 165.44 0.00 No Ice 1.2 Dead+1.0 Wind 240 deg - 10227.52 -4366.61 2521.06 166.85 288.99 -0.00 No Ice 0.9 Dead+1.0 Wind 240 deg - 7670.64 -4366.61 2521.06 165.43 286.53 -0.00 No Ice 1.2 Dead+1.0 Wind 270 deg - 10227.52 -5042.12 0.00 0.01 333.70 -0.00 No Ice 0.9 Dead+1.0 Wind 270 deg - 7670.64 -5042.12 0.00 0.01 330.86 -0.00 No Ice 1.2 Dead+1.0 Wind 300 deg - 10227.52 -4366.61 -2521.06 -166.83 288.99 -0.00 No Ice 0.9 Dead+1.0 Wind 300 deg - 7670.64 -4366.61 -2521.06 -165.42 286.53 -0.00 No Ice 1.2 Dead+1.0 Wind 330 deg - 10227.52 -2521.06 -4366.61 -288.97 166.86 -0.00 No Ice 0.9 Dead+1.0 Wind 330 deg - 7670.64 -2521.06 -4366.61 -286.52 165.44 -0.00 No Ice 1.2 Dead+1.0 Ice 15556.65 0.00 0.00 0.01 0.02 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 15556.65 -0.00 -634.37 -40.63 0.02 -0.00 Ice 1.2 Dead+1.0 Wind 30 deg+1.0 15556.65 317.18 -549.38 -35.18 -20.30 -0.00 Ice 1.2 Dead+1.0 Wind 60 deg+1.0 15556.65 549.38 -317.18 -20.31 -35.17 0.00 Ice 1.2 Dead+1.0 Wind 90 deg+1.0 15556.65 634.37 0.00 0.01 -40.62 0.00 Ice tnx off' er Semdan Engineering Solutions, Job 68341 Bellair Page 14 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, It, Moment, M. lb lb lb 47-R 47-R 47-B 1.2 Dead+1.0 Wind 120 15556.65 549.38 317.18 20.33 -35.17 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 150 15556.65 317.18 549.38 35.21 -20.30 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 180 15556.65 -0.00 634.37 40.65 0.02 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 210 15556.65 -317.18 549.38 35.21 20.34 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 240 15556.65 -549.38 317.18 20.33 35.22 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 270 15556.65 -634.37 0.00 0.01 40.66 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 300 15556.65 -549.38 -317.18 -20.31 35.22 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 330 15556.65 -317.18 -549.38 -35.18 20.34 -0.00 deg+1.0 lee Dead+Wind 0 deg - Service 8522.93 -0.00 -1342.23 -88.34 0.01 -0.00 Dead+Wind 30 deg - Service 8522.93 671.11 -1162.40 -76.50 -44.16 -0.00 Dead+Wind 60 deg - Service 8522.93 1162.40 -671.11 -44.17 -76.50 -0.00 Dead+Wind 90 deg - Service 8522.93 1342.23 0.00 0.01 -88.33 0.00 Dead+Wind 120 deg - Service 8522.93 1162.40 671.11 44.18 -76.50 0.00 Dead+Wind 150 deg - Service 8522.93 671.11 1162.40 76.52 -44.16 0.00 Dead+Wind 180 deg - Service 8522.93 -0.00 1342.23 88.35 0.01 0.00 Dead+Wind 210 deg - Service 8522.93 -671.11 1162.40 76.52 44.19 0.00 Dead+Wind 240 deg - Service 8522.93 -1162.40 671.11 44.18 76.52 -0.00 Dead+Wind 270 deg - Service 8522.93 -1342.23 0.00 0.01 88.36 -0.00 Dead+Wind 300 deg - Service 8522.93 -1162.40 -671.11 -44.17 76.52 -0.00 Dead+Wind 330 deg - Service 8522.93 -671.11 -1162.40 -76.50 44.19 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 10539.22 -0.00 -255.68 -21.64 0.02 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 7358.94 -0.00 -255.68 -21.40 0.01 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 10539.22 127.84 -221.43 -18.74 -10.81 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 7358.94 127.84 -221.43 -18.53 -10.69 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 10539.22 221.43 -127.84 -10.82 -18.74 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 7358.94 221.43 -127.84 -10.70 -18.53 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 1053922 255.68 0.00 0.01 -21.64 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 7358.94 255.68 0.00 0.01 -21.40 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 10539.22 221.43 127.84 10.84 -18.74 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 7358.94 221.43 127.84 10.71 -18.53 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 10539.22 127.84 221.43 18.76 -10.81 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 7358.94 127.84 221.43 18.55 -10.69 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 10539.22 -0.00 255.68 21.66 0.02 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 7358.94 -0.00 255.68 21.42 0.01 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 10539.22 -127.84 221.43 18.76 10.84 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 7358.94 -127.84 221.43 18.55 10.72 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 10539.22 -221.43 127.84 10.84 18.77 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 7358.94 -221.43 127.84 10.71 18.55 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 10539.22 -255.68 0.00 0.01 21.67 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 7358.94 -255.68 0.00 0.01 21.42 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 10539.22 -221.43 -127.84 -10.82 18.77 -0.00 l tnxl owes Semdan Engineering Solutions, Job 68341 Bellair Page 15 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Lood Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, It, Moment, M. deg 0.9 Dead-1.0 Ev+1.0 Eh 300 7358.94 -221.43-127.84 -10.70 18.55 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 10539.22-127.84 -221.43 -18.74 10.84 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 7358.94-127.84 -221.43 -18.53 10.72 -0.00 deg Solution Summary Sum of Applied Forces Sum ofReachons Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -8522.93 0.00 0.00 8522.93 0.00 0.0000/. 2 0.00 -10227.52 -5042.12 0.00 10227,52 5042.12 0.000% 3 0.00 -7670.64 -5042.12 0.00 7670.64 5042.12 0.000% 4 2521.06 -10227.52 -4366.61 -2521.06 10227,52 4366.61 0.000% 5 2521.06 -7670.64 -4366.61 -2521.06 7670.64 4366.61 0.000% 6 4366.61 -10227.52 -2521.06 -4366.61 10227,52 252106 0.000% 7 4366.61 -7670.64 -2521.06 -4366.61 7670.64 252106 0.000% 8 5042.12 -10227.52 0.00 -5042.12 10227.52 400 0.000% 9 5042.12 -7670.64 0.00 -5042.12 7670.64 -0.00 0.000% 10 4366.61 -10227.52 2521.06 -4366.61 10227.52 -2521.06 0.000% 11 4366.61 -7670.64 2521.06 -4366.61 7670.64 -2521.06 0.000% 12 2521.06 -10227.52 4366-61 -2521.06 1022752 -4366 61 0.000% 13 2521.06 -7670.64 4366.61 -2521.06 7670.64 -4366 61 0.000% 14 0.00 -10227.52 5042.12 0.00 1022752 -5042.12 0.000% 15 0.00 -7670.64 5042.12 0.00 7670.64 -5042. 12 0.000% 16 -252106 -10227.52 4366.61 2521.06 10227,52 -436661 0.000% 17 -252106 -7670.64 4366.61 2521.06 7670.64 -4366.61 0.000% 18 -4366.61 -10227.52 2521.06 4366.61 10227.52 -2521.06 0.000% 19 -4366.61 -7670.64 2521.06 4366.61 7670.64 -2521.06 0.000% 20 -5042.12 -10227.52 0.00 5042.12 10227.52 -0.00 0.000% 21 -5042.12 -7670.64 0.00 5042.12 7670.64 -0.00 0.000% 22 -4366.61 -10227.52 -2521.06 4366.61 10227.52 2521.06 0.000% 23 -4366.61 -7670.64 -2521.06 4366.61 7670.64 2521.06 0.000% 24 -252106 -10227.52 -4366.61 2521.06 10227.52 4366.61 0.000% 25 -2521.06 -7670.64 -4366.61 2521.06 7670.64 4366.61 0.000% 26 0.00 -15556.65 0.00 0.00 15556.65 0.00 0.000% 27 0.00 -15556.65 -634.37 0.00 15556.65 634.37 0.000% 28 317.18 -15556.65 -549.38 -317.18 15556.65 549.38 0.000% 29 549.38 -15556.65 -317.18 -549.38 15556.65 317.18 0.000% 30 634.37 -15556.65 0.00 -634.37 15556.65 -0.00 0.000% 31 549.38 -15556.65 317.18 -549.38 15556.65 -317.18 0.000% 32 317.18 -15556.65 549.38 -317.18 15556.65 -549.38 0.000% 33 0.00 -15556.65 634.37 0.00 15556.65 -634.37 0.000% 34 -317.18 -15556.65 549.38 317.18 15556.65 -549.38 0.000% 35 -549.38 -15556.65 317.18 549.38 15556.65 -317.18 0.000% 36 -634.37 -15556.65 0.00 634.37 15556.65 -0.00 0.000% 37 -549.38 -15556.65 -317.18 549.38 15556.65 317.18 0,000% 38 -317.18 -15556,65 -549.38 317.18 15556.65 549.38 0,000% 39 0.00 -8522.93 -1342.23 0.00 8522.93 1342.23 0,000% 40 671.11 -8522.93 -1162.40 -671.11 8522.93 1162.40 0,000% 41 1162.40 -8522 93 -671.11 -1162.40 8522.93 671.11 0,000% 42 1342.23 -8522 93 0.00 -1342.23 8522.93 -0.00 0,000% 43 1162.40 -8522 93 671.11 -1162.40 8522.93 -671.11 0,000% 44 671.11 -8522 93 1162.40 -671.11 8522.93 -1162.40 0,000% 45 0.00 -8522 93 1342.23 0.00 8522.93 -1342.23 0,000% tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 16 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 Sum of Applied Forces Sum ofReachons Load PX PY PZ PX Py PZ %Error 46 -671.11 -8522.93 1162.40 671.11 8522.93 -1162.40 0.000"/0 47 -1162.40 -8522.93 671.11 1162.40 8522.93 -671.11 0.000% 48 -1342.23 -8522.93 0.00 1342.23 8522.93 -0.00 0.000% 49 -1162.40 -8522.93 -671.11 1162.40 8522.93 671.11 0.000% 50 -671.11 -8522.93 -1162.40 671.11 8522.93 116240 0.000% 51 0.00 -10539.22 -255.68 0.00 10539.22 255.68 0.000% 52 0.00 -7358.94 -255.68 0.00 7358.94 255.68 0.000% 53 127.84 -10539.22 -221.43 -127.84 10539.22 221.43 0.000% 54 127.84 -7358.94 -221.43 -127.84 7358.94 221.43 0.000% 55 221.43 -10539.22 -127.84 -221.43 10539.22 127.84 0.000% 56 221.43 -7358.94 -127.84 -221.43 7358.94 127.84 0.000% 57 255.68 -10539.22 0.00 -255.68 10539.22 -0.00 0.000% 58 255.68 -7358.94 0.00 -255.68 7358.94 0.00 0.000% 59 221.43 -10539.22 127.84 -221.43 10539.22 -127.84 0.000% 60 221.43 -7358.94 127.84 -221.43 7358.94 -127.84 0.000% 61 127.84 -10539.22 221.43 -127.84 10539.22 -221.43 0.000% 62 127.84 -7358.94 221.43 -127.84 7358.94 -221.43 0.000% 63 0.00 -10539.22 255.68 0.00 10539.22 -255.68 0.000% 64 0.00 -7358.94 255.68 0.00 7358.94 -255.68 0.000% 65 -127.84 -10539.22 221.43 127.84 10539.22 -221.43 0.000% 66 -127.84 -7358.94 221.43 127.84 7358.94 -221.43 0.000% 67 -221.43 -10539.22 127.84 221.43 10539.22 -127.84 0.000% 68 -221.43 -7358.94 127.84 221.43 7358.94 -127.84 0.000% 69 -255.68 -10539.22 0.00 255.68 10539.22 -0.00 0.000% 70 -255.68 -7358.94 0.00 255.68 7358.94 0.00 0.000% 71 -221.43 -10539.22 -127.84 221.43 10539.22 127.84 0.000% 72 -221.43 -7358.94 -127.84 221.43 7358.94 127.84 0.000% 73 -127.84 -10539.22 -221.43 127.84 10539.22 221.43 0.000% 74 -127.84 -7358.94 -22143 127.84 7358.94 221.43 0.000"/0 Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00006506 3 Yes 4 0.00000001 0.00002079 4 Yes 4 0.00000001 0.00092932 5 Yes 4 0.00000001 0.00062705 6 Yes 4 0.00000001 0.00092986 7 Yes 4 0.00000001 0.00062740 8 Yes 4 0.00000001 0.00006503 9 Yes 4 0.00000001 0.00002076 10 Yes 4 0.00000001 0.00093106 11 Yes 4 0.00000001 0.00062815 12 Yes 4 0.00000001 0.00092905 13 Yes 4 0.00000001 0.00062682 14 Yes 4 0.00000001 0.00006507 15 Yes 4 0.00000001 0.00002080 16 Yes 4 0.00000001 000093112 17 Yes 4 0.00000001 000062812 18 Yes 4 0.00000001 0.00093058 19 Yes 4 0.00000001 0.00062777 20 Yes 4 0.00000001 0.00006506 21 Yes 4 0.00000001 0,00002077 22 Yes 4 0,00000001 0.00092939 l tnxl owes Semaan Engineering Solutions, Job 68341 Bellair Page 17 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVOfK FAX. (402)-289-1861 23 Yes 4 0,00000001 0.00062702 24 Yes 4 0.00000001 0.00093140 25 Yes 4 0.00000001 000062835 26 Yes 4 0.00000001 000000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 000000001 42 Yes 4 0.00000001 000000001 43 Yes 4 0,00000001 000000001 44 Yes 4 0.00000001 000000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 000000001 47 Yes 4 0.00000001 000000001 48 Yes 4 0,00000001 000000001 49 Yes 4 0.00000001 000000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 000000001 52 Yes 4 0.00000001 000000001 53 Yes 4 0,00000001 000000001 54 Yes 4 0.00000001 000000001 55 Yes 4 0.00000001 0.00000001 56 Yes 4 0.00000001 000000001 57 Yes 4 0.00000001 000000001 58 Yes 4 0,00000001 000000001 59 Yes 4 0.00000001 000000001 60 Yes 4 0.00000001 000000001 61 Yes 4 0.00000001 000000001 62 Yes 4 0.00000001 000000001 63 Yes 4 0.00000001 000000001 64 Yes 4 0.00000001 000000001 65 Yes 4 0.00000001 000000001 66 Yes 4 0.00000001 000000001 67 Yes 4 0.00000001 000000001 68 Yes 4 0.00000001 000000001 69 Yes 4 0.00000001 000000001 70 Yes 4 0.00000001 000000001 71 Yes 4 0.00000001 000000001 72 Yes 4 0.00000001 000000001 73 Yes 4 0.00000001 000000001 74 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. LI 99 - 46.75 7.750 47 0.610 0.000 L2 51- 0 2.317 47 0.404 0.000 tnxTowei Semaan Engineering Solutions, Job 68341 Bellair Page 18 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVO1K FAX. (402)-289-1861 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Critical Deflections and Radius of Curvature - Service Wind Elevation AppmTenance Gov. Deflection Tilt Twist Radius of Load Curvature 99.00 Lightning Rod 5/8x2' 47 7.750 0.610 0.000 56109 97.88 CCISeismic Tower Section 1 - 1 47 7.604 0.606 0.000 56109 97.00 SiteProl UWS6-NP Ring Mount 47 7.490 0.603 0.000 56109 (SES) 95.00 AIR 6449 B41 w/8' Mount Pipe 47 7.232 0.596 0.000 56109 93.00 SiteProl UWS6-NP Ring Mount 47 6.973 0.589 0.000 46757 (SES) 91.75 CCISeismic Tower Section 1 - 2 47 6.813 0.585 0.000 38696 91.50 CCISeismic (4) 1.99" Hybrid From 47 6.781 0.584 0.000 37406 0 to 94 (89ft to94ft) 84.00 CCISeismic (4) 1.99" Hybrid From 47 5.829 0.557 0.000 18703 0 to 94 (79ft to89ft) 81.75 CCISeismic Tower Section 1 - 3 47 5.550 0.549 0.000 16263 74.00 CCISeismic (4) 1.99" Hybrid From 47 4.621 0.519 0.000 11221 0 to 94 (69ft to79ft) 71.75 CCISeismic Tower Section 1 - 4 47 4.362 0.509 0.000 10295 64.00 CCISeismic (4) 1 99" Hybrid From 47 3.519 0.474 0.000 8015 0 to 94 (59ft to69ft) 61.75 CCISeismic Tower Section 1 - 5 47 3.290 0.463 0.000 7531 54.00 CCISeismic (4) 1.99" Hybrid From 47 2.567 0.422 0.000 6248 0 to 94 (49ft to59ft) 51.75 CCISeismic Tower Section 1 - 6 47 2.377 0.409 0.000 6064 50.50 CCISeismic Tower Section 2 - 1 47 2.277 0.401 0.000 6052 45.00 CCISeismic Tower Section 2 - 2 47 1.870 0.366 0.000 6623 44.00 CCISeismic (4) 1.99" Hybrid From 47 1.802 0.359 0.000 6774 0 to 94 (39ft to49ft) 35.00 CCISeismic Tower Section 2 - 3 47 1.267 0.295 0.000 8515 34.00 CCISeismic (4) 1.99" Hybrid From 47 1.215 0.287 0.000 8766 0 to 94 (29ft to39ft) 25.00 CCISeismic Tower Section 2 - 4 47 0.804 0.216 0.000 11921 24.00 CCISeismic (4) 1.99" Hybrid From 47 0.764 0.208 0.000 12418 0 to 94 (19ft to29ft) 15.00 CCISeismic Tower Section 2 - 5 47 0."2 0.132 0.000 19869 14.00 CCISeismic (4) 1.99" Hybrid From 47 0.410 0.123 0.000 21288 0 to 94 (9ft to1911) 5.00 CCISeismic Tower Section 2 - 6 47 0.141 0.044 0.000 59606 4.50 CCISeismic (4) 1.99" Hybrid From 47 0.126 0.040 0.000 59606 0 to 94 (Oft to9ft) Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load LI 99 - 46.75 29.305 20 2.306 0.000 L2 51 - 0 8.757 20 1.529 0.000 tnxTower Semaan Engineering Solutions, Job 68341 Bellair Page 19 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVO1K FAX. (402)-289-1861 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Critical Deflections and Radius of Curvature - Design Wind Elevation AppmTenance Gov. Deflection Tilt Twist Radius of Load Curvature 99.00 Lightning Rod 5/8x2' 20 29.305 2.306 0.000 14865 97.88 CCISeismic Tower Section I - 1 20 28.754 2.292 0.000 14865 97.00 SiteProl UWS6-NP Ring Mount 20 28.325 2.281 0.000 14865 (SES) 95.00 AIR 6449 B41 w/8' Mount Pipe 20 27.346 2.255 0.000 14865 93.00 SiteProl UWS6-NP Ring Mount 20 26.370 2.229 0.000 12387 (SES) 91.75 CCISeismic Tower Section I - 2 20 25.762 2.213 0.000 10251 91.50 CCISeismic (4) 1.99" Hybrid From 20 25.640 2.209 0.000 9910 0 to 94 (89ft to94ft) 84.00 CCISeismic (4) 1.99" Hybrid From 20 22.043 2.109 0.000 4954 0 to 94 (79ft to89ft) 81.75 CCISeismic Tower Section I - 3 20 20.987 2.077 0.000 4308 74.00 CCISeismic (4) 1.99" Hybrid From 20 17.471 1.962 0.000 2972 0 to 94 (69ft to79ft) 71.75 CCISeismic Tower Section I - 4 20 16.492 1.927 0.000 2726 64.00 CCISeismic (4) 1 99" Hybrid From 20 13.304 1.794 0.000 2122 0 to 94 (59ft to69ft) 61.75 CCISeismic Tower Section I - 5 20 12.438 1.753 0.000 1993 54.00 CCISeismic (4) 1.99" Hybrid From 20 9.703 1.596 0.000 1653 0 to 94 (49ft to59ft) 51.75 CCISeismic Tower Section I - 6 20 8.987 1.546 0.000 1604 50.50 CCISeismic Tower Section 2 - 1 20 8.606 1.518 0.000 1601 45.00 CCISeismic Tower Section 2 - 2 20 7.069 1.385 0.000 1752 44.00 CCISeismic (4) 1.99" Hybrid From 20 6.812 1.359 0.000 1792 0 to 94 (39ft to49ft) 35.00 CCISeismic Tower Section 2 - 3 18 4.787 1.115 0.000 2252 34.00 CCISeismic (4) 1.99" Hybrid From 18 4.591 1.086 0.000 2318 0 to 94 (29ft to39ft) 25.00 CCISeismic Tower Section 2 - 4 18 3.039 0.817 0.000 3152 24.00 CCISeismic (4) 1.99" Hybrid From 18 2.887 0.786 0.000 3283 0 to 94 (19ft to29ft) 15.00 CCISeismic Tower Section 2 - 5 18 1.671 0.498 0.000 5252 14.00 CCISeismic (4) 1.99" Hybrid From 18 1.549 0.466 0.000 5628 0 to 94 (9ft to1911) 5.00 CCISeismic Tower Section 2 - 6 18 0.532 0.168 0.000 15757 4.50 CCISeismic (4) 1.99" Hybrid From 18 0.478 0.151 0.000 15757 0 to 94 (Oft to9ft) Compression Checks Pole Design Data tnxTower Semaan Engineering Solutions, Job 68341 Bellair Page 20 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 2051h St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC T1eVO1K FAX. (402)-289-1861 Section Elevation Size L L, K17r A Po �P„ Ratio No. Po ft ft ft in, lb lb 6p„ LI 99-46.75(1) TP25.59xl8x0.19 52.25 0.00 0.0 14.75 -5209.87 862788.00 0.006 L2 46.75 - 0 (2) TP32x24.59x0.22 51.00 0.00 0.0 22.07 -10223.90 1290870.00 0.008 Pole Bending Design Data Section Elevation Size :it. No. ft kiP ft LI 99-46.75(1) TP25.59x18x0.19 117.46 L2 46.75 - 0 (2) TP32x24.59x0.22 333.70 �M Ratio My Wp Ratio M Mw kgPfi 4 M kip-ft ki" 6M 506.58 0.232 0.00 506.58 0.000 937.37 0.356 0.00 937.37 0.000 Pole Shear Design Data Section Elevation Size Actual �V Ratio Actual Ratio No. V. I ; T. T. ft lb lb AV kqP t kqp t 4T. LI 99-46.75(1) TP25.59x18x0.19 3419.18 258836.00 0.013 0.00 561.75 0.000 L2 46.75 - 0 (2) TP32x24.59x0.22 5049.56 387261.00 0.013 0.00 1077.84 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Po M. M,v V. T. Stress Stress ft op, a W. O , OT Ratio Ratio LI 99 - 46.75 (1) 0.006 0.232 0.000 0.013 0.000 0.238 1.000 1/ 4 8 2 L2 46.75 - 0 (2) 0.008 0.356 0.000 0.013 0.000 0.364 1.000 1/ 4 8 2 Section Capacity Table Section Elevation Component Size Critical P opon % Pass No. ft Type Element lb lb Capacity Fail LI 99-46.75 Pole TP25.59x18x0.19 1 -5209.87 862788.00 23.8 Pass L2 46.75 - 0 Pole TP32x24.59x0.22 2 -10223.90 1290870.00 36.4 Pass Summary Pole (L2) 36.4 Pass RATING = 36.4 Pass tnx off' er Semaan Engineering Solutions, Job 68341 Bellair Page 21 of 21 Project Date LLC REV01 13:45:09 10/03/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TreVO1K FAX. (402)-289-1861 Program Version 8.1.1.0 - 6/3/2021 File://DMZSESSERVEROI/Common/7NX files/68341/REVOI/68341_REVOI.eri Seismic Analysis BU: 68341 WO: Bel lair Order: RE701 Structure:0 Rev: him Location Decimal Degrees Dso Min Sec Lat: 38.038610 + 38 19.00 Long: -78.527110 - 78 37.60 .de and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: C Dense Sail/Soft Rock Risk Category: II USGS Seismic Reference Ss: 0.2110 9 Si: 0.0580 6 TL: 12 s Seismic Design Category Determinationism Importance Factor, Ie: 1 Acceleration -based site coefficient, F,: 1.3000 Velocity -based site coefficient, F,,: 1.5000 Design spectral response acceleration short period, Sus 0.1829 g Design spectral response acceleration 1 s period, Spi: 0.0580 g T,: 0.3172 Seismic Design Category Based on Ste: B Seismic Design Category Based on Spj: A Seismic Design Category Based on Si: N/A - Controlling Seismic Design Category: CCISeismic 3.3.6 Page 1 Analysis Date: 10/3/2022 BU: 68341 Structure: Seismic Analysis WO: Bellair Order: REV01 Rev: Tower Type Height, In Effective Seismic Weight, W Amplification Factor, A, Tapered Monopole 99 8.52 1.0 Response Modification Factor, R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure, W,,: 1.91353 W,: 6.609175117 g: 386.088 Average Moment of Inertia, I: 1373.108495 F,: 0.447898718 Approximate Fundamental Period Monopole, T,: 2.2326 ft kips 2.7.8.1 2.7.7.1.3.3 Seismic Response Coefficient, C, 0.1219 2.7.7.1.1 Seismic Response Coefficient Max 1, C,m,,, 0.0173 2.7.7.1.1 Seismic Response Coefficient Max 2, C,m,,, N/A 2.7.7.1.1 Seismic Response Coefficient Min 1, C,m,„ 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2, C,m,„ N/A 2.7.7.1.1 Controlling Seismic Response Coefficient, C. 0.0300 Seismic Base Shear, V-kips Period Related Exponent, k: 1.866 Sum of w,hk 19481.15 2.7.7.1.1 CCISeismic 3.3.6 Page 2 Analysis Date: 10/3/2022 Section Number 1-1 Length 1.11 Top Height 99.00 To�r Mid Height, h. 9).88 Section Wads SeCion Weight, w. 0.0819 1h.k 025.14 Cw 0.0218 F., 6 F_ 0.0030 1-2 10.00 9675 91 J5 0.3820 ll5JJ1 0.0902 1 0.0140 1-3 10.00 86.75 81.75 0.4114 1526.20 0.0783 0.01501-4 1000 )6J5 )175 0.4408 1281.84 00658 8 0.01611-5 10.00 66.)5 61.)5 0.4)02 1033.29 0.0530 6 0.01)21-6 1000 56J5 5175 0.4996 )89.52 00405 0.01832-1 1.00 51.00 50.50 0.05)8 8).20 0.0045 I0.02M0.0150 0.0@12-2 1000 50.00 4500 0.5965 )26.13 003)3 5 0.02182-3 10.00 40.00 35.00 0.6308 480.40 0.024) 3 0.02312-4 1000 30.00 2500 0.6651 2)032 00139 0.02432-5 10.00 20.00 15.00 0.6994 109.5) 0.0056 4 0.02562-6 1000 10.00 5.00 07337 14J9 00008 2 OA268 Sump s.6fi92 'llllllllllllllllllll CCISeismic 3.3.6 Page 3 Analysis Date: 10/3/2022 tower mounts Ughtning Rod 5/81 Discrete Lcads 1 99.00 0.0200 106.06 0.0054 0.0014 0.0002 pole mou nts SltePml UW56-N P RI ng Mou nt)6E6) 93.00 0.2764 1304,26 0.0669 0.0171 0.0101 pale mounts Sitelerol UW56-NP Ring Mount(5E5) 97.00 0.2264 1410.90 0.0224 0.0185 0.0101 eresson AIR 6449 B41 w/8' Mount Pipe 95.00 0.1583 JJ2.34 0.0399 0.0102 0.0058 ericssom AIR 6449 B41 w/8'Mount Pipe 95.00 0.1583 222.34 0.0399 0.0102 0.0058 eresson AIR 6449 B41 w/8' Mount Pipe 95.00 0.1583 JJ2.34 0.0399 0.0102 0.0058 scope FFW-65A-R2-Vl w/8' Mount Pipe 95.00 0.1024 5o2J2 0.0258 0.0065 0.0032 commscope FFVV-65A-R2-Vl w/8' Mount Pipe 95.00 0.1024 502.J2 0.0258 0.0066 0.003J scope FFW-65A-R2-Vl w/8' Mount Pipe 95.00 0.1024 5o2J2 0.0258 0.0065 0.0032 eresson 4460 B25/B66 RRU 95.00 0.1090 535AS 0.02J5 0.0070 0.0040 an U60 B25/B66 RRU 95.00 0.1090 535.19 0.0225 0.0020 O.OWO eresson 4460 B25/B66 RRU 95.00 0.1090 535AS 0.0275 0.0070 0.0040 r-so-80B21B 0 0 329.04 0.0195 0.0050 0.0028 4480Jl/B85 cress. B 9500 OOJJ2 3J9.04 0195 0. 050n 0.0028 jericsson U80 B21/B85 1 95.00 0.0772 329.04 0.0195 0.0050 0.0028 sum CCISeismic 3.3.6 Page 4 Analysis Date: 10/3/2022 Name (4) 1.99" Hybrid From 0 to 94 Stan Height 89.00 End Height 94.00 lh� 91.50 0.0500 228.88 cv. O.011l F., 0.0030 F_ 0.0018 (4) 1.99" Hybrid From 0 to 94 79.00 89.00 84.00 0.1000 390.24 0.0200 0.0051 0.0037 (4) 1.99" Hybrid From 0 to 94 69.00 79.00 24.00 0.1000 308.03 0.0158 0.0040 0.0032 (4) 1.99" Hybrid From 0 to 94 59.00 69.00 64.00 0.1000 234.92 0.0121 0.0031 0.0037 (4) 1.99" Hybrid From 0 to 94 49.00 59.00 54.00 0.1000 121.08 MOM 0.0022 0.0032 (4) 1.99" Hybrid From 0 to 94 39.00 49.00 44.00 0.1000 11674 0.0060 0.0015 0.0037 (4) 1.99" Hybrid From 0 to 94 29.00 39.00 34.00 0.1000 72.15 0.0037 0.0009 0.0032 (4) 1.99" Hybrid From 0 to 94 1900. 29.00 24.00 0.1000 37.66 0.0019 0.0005 0.0037 (4) 1.99" Hybrid From 0 to 94 9.Oo 19.00 14.00 0.1000 13.22 O.00o1 0.0002 0.0032 (4) 1.99" Hybrid From 0to 94 0.00 9.00 4.50 0.0900 1.49 0.0001 0.0000 0.0033 Sum CCISeismic 3.3.6 Page 5 Analysis Date: 10/3/2022 Drilled Pier Foundation BU # : 68341 Site Name: Bellair Order Number: REV01 TIA-222 Revison: H Tourer Type: Monopole um . uplift Moment ki -fl 333.7 Axial Force (kips) 10.23 Shear Force (kips) 5.04 iiiiiiiiiiiiiiiiiiiil i"W Concrete Stran th, Pc: 4 ksi Reber Strength, F : I 60 ksi Tie Yield Strength, F 60 ksi -ffDe th 5 R Ext. Above Gradel 0.5 If Pier Section 1 Fmm 0.5' above grade to 15'below grade Pier Diameter 5 If Reber Quantity 18 Reber Size 9 Clear Cover to Ties 3 in Tie Size 5 Tie Spacing 12 in Rebar & Pier Ondons Fmbrddrd Pole Tnrut' Belled Pier moue Soil lateral Check Compression Uplift D,_o (ft from TOC) 1 1.34 - Soil Safety Factorl 13.37 Max Moment (kip-ft) 1 341.63 Ratingl 9.9% Soil vertical Check Compression Uplift Skin Friction (kips) 235.62 End Bearing (kips) 117.75 Weight of Concrete (kips) 54.78 Total Capacity (kips) 353.37 Axial (kips) 65.01 Rating 18.4% Reinforced Concrete Flexure Compression Uplift Critical Depth (ft from TOC) 1.22 Critical Moment(kip-ft) 341.59 Critical Moment Capacityl 2029.01 Ratingl 16.8% Reinforced Concrete Shear Compression Uplift Critical Depth(ft from TOC) 9.97 Critical Shear (kip) 1 45.88 Critical Shear Capacitvl 390.66 Ratingl 11.7% Structural Foundation Ratingl 16.8% Soil Interaction Ratingl 18.41/6 Groundwater Depth 35 # of Layers 3 Apply TIA-222-H Section 15.5: N/A Input Effective Depths (else Actual) ,- Check Shear along De th of Pier: Utilize Shear -Friction Methodology Override Critical Depth: Go to Soil Calculations Calculated Calculated Ultimate Skin Ult. Net Angle of Ultimate Skin Top Thickness y�,a Ycon�,�re Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SFT Blow Layer Bottom (k) Friction Friction Uplift Soil Type (ft) IN (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override (ksf) (ksf) (ksf) (ksf) (ksf) 1 0 3 3 119.232 150 2 0 1.100 1.100 0.00 0.00 Cohesive 2 3 5 2 119.232 150 2 0 1.100 1.100 0.00 0.00 Cohesive 3 51 15 101 139.968 1501 01 40 0.000 0.0001 2.00 2.001 6 Cohesionless Version 5.0.1 Moment Diagrams - Compression Shear Diagrams - Compression WO ds 1.5 3.5 5.5 7.5 9.5 US Us —Internal Moment —Momant Capadty —Internal Shear —Shear Capadty Monopole Base Plate Connection BUM 68341 Site Name Bellair Order# REVO1 �QMff!22E,=s,on rI H Grout Considered: No I„ (in) 1.75 • Moment (kip-k) 333.70 Axial Force (kips) 1 10.23 Shear Force (kips) I 5.04 Anchor Rod Data (8) 1-3/4" a bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 38.25" BC Base Plate Data 43.28" OD x 1.75" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 32" x 0.21875" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary (units of kips, kip -in) Pu t=S1.02 OPn_t=142.5 Stress Rating Vu=0.63 OVn=90.2 35.8% Mu = n/a OMn = n/a Pass Base Plate Summary Max Stress (ksi): 10.44 Allowable Stress (ksi): 45 Stress Rating: 23.2% (Flexural) Pass CClplate - Version 4.1.1 Analysis Date: 10/3/2022 Monopole Base Plate Connection - Seismic BUM 68341 Site Name Bellair Order# REVO1 �QMff!22E,=s,on rI H Grout Considered: No I„ (in) 1.75 • Moment (kip-ft) 21.68 Axial Force (kips) 30.54 Shear Force (kips) 0.26 `1.50verstrength Factor Applied Anchor Rod Data (8) 1-3/4" a bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 38.25" BC Base Plate Data 43.28" OD x 1.75" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 32" x 0.21875" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary (units of kips, kip -in) Pu c=6.41 OPn_c=162.36 Stress Rating Vu=0.05 (OW =73.06 4.0% Mu = n/a (OMn = n/a Pass Base Plate Summary Max Stress (ksi): 0.93 Allowable Stress (ksi): 45 Stress Rating: 2.1% (Flexural) Pass CClplate - Version 4.1.1 Analysis Date: 10/3/2022 68341 Bellair'w L Exposure 1 G� O TC'o ) k lk -. 1 ' BELLAIR IV r I m` LIBERTY HILLS n r Google E rth � ) Legend •11 ft w : 1 :• 1 V /�- � •gym ~ S� � \. ,� rI 1 r r' 66 / J I w , ?� ny POPLAR GLEN L r A ice'Y /�I► 1 1 c F `LEWIS M, 510.-78.52711 �, . �Pd ` iP OS.:. ;low �'� • Nea.ge•Dr ` c ./� !korr Rom....-• y✓_• � a' y' �!� C - �-' Rai . � - 1 � �r �°' •� ) �.,,' , aWh rc Al. ` h{ a 0 --ems%)" f✓ACa�� \ � �1." ''"� ��000 ft moo' ASCE AMMICAN SOCIEFY OF CIVIL ENGWEFPS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 554.83 ft (NAVD 88) Risk Category: II Latitude: 38.03861 Soil Class: C - Very Dense Longitude:-78.52711 Soil and Soft Rock r 4 f pT jI F 5 0 Lena MUMsn flfl�f. v �Y Y HEl.11 iln e� Wind Results: Wind Speed 110 Vmph 10-year MRI 75 Vmph 25-year MRI 83 Vmph 50-year MRI 89 Vmph 100-year MRI 94 Vmph Ea�5Wl. "��._ CLallc le:�Ulu Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Sep 29 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2 hltps:llasce7hazardtool.onlinel Page 1 of 3 Mon Oct 03 2022 �SCE� IJdEA WY SOCIEI� uF �TIIL NGAYEFAS Seismic Site Soil Class: C - Very Dense Soil and Soft Rock Results: Ss 0.211 So, : 0.058 S, 0.058 TL 12 Fa 1.3 PGA: 0.122 F, 1.5 PGA M : 0.156 SMS 0.274 FPDA 1.278 SM, 0.087 1• 1 SDS 0.183 C� 0.711 Seismic Design Category B 0.30 MCER Response Spectrum 025 �. 020 015 0.10 0.05 0 o z S.(g)vs T(s) s 10 12 14 020 Design Response Spectrum 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0 o z S. (g) vs T(n s) s o z MCER Vertical Response Spectrum Design Vertical Response Spectrum 016 w• 01l 0.10 w• 0.14 ••• 0.09 '•� 0.12 0.08 ' 010 0.07 ' • �• 0.06 • +�• 0.08� 0.05 006 + �'0 0.04 •. •��'•••••••••..•••••• 0.04 0.02 •••��"•••••••••• 002 0.01 0 0.5 10 15 2.0 0 0.5 10 15 20 S. (g) Vs T(S) S. (g) VS T(S) Data Accessed: Thu Sep 29 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.6-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. httos:/Iasce7hazardtool.online/ Page 2 of 3 Mon Oct 03 2022 ASCE AMERICAN SOCIETY OF CIVIL ENGWEMS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed Data Source: Date Accessed: 1.00 in. 15F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Sep 29 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers: or has been extrapolated from maps incorporated in the ASCE 7 standard. while ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https:llasce7hazardtool.onlinel Page 3 of 3 Mon Oct 03 2022